A method for symmetrically arranging sandwich thermal insulation composite wallboard sheet-like tie members

Abstract

The application discloses a kind of sandwich thermal insulation composite wallboard sheet tie member symmetrical arrangement method, to ensure uniform load transmission, avoid eccentric force, improve wallboard safety;First, according to the size of wallboard, determine the cross section parameter of tie member: rectangular cross section, height h is 60-200mm, thickness t is 1.5-5mm, and calculate the bending section coefficient W, then according to the thickness d of thermal insulation layer and material yield strength σ, determine the standard value of tie member bending shear bearing capacity, then calculate the gravity load standard value G by the weight of outer leaf plate, the weight of thermal insulation layer and the weight of tie member, and select the partial coefficient γ according to the seismic fortification intensity, calculate the theoretical tie member quantity m, introduce safety correction coefficient to adjust the actual tie member quantity n, to ensure that it meets the safety requirements, finally, according to the horizontal and vertical direction symmetry principle, arrange tie member;The application can ensure that tie member uniformly transmits load, avoid eccentric force, improve wallboard safety.

Description

Technical Field

[0001] The invention relates to the technical field of construction engineering, and in particular to a method for symmetrically arranging sheet-shaped tie pieces of a sandwich thermal insulation composite wall panel. Background Art

[0002] With the construction industry's increasing emphasis on environmental protection and sustainable development, prefabricated buildings have experienced rapid development due to their high efficiency and environmental friendliness. Among these, sandwich insulated composite wall panels are important structural load-bearing and thermal insulation components. They consist of two layers of reinforced concrete blades, inner and outer, connected by an insulation layer. The inner and outer blades are connected by anchors to form a single unit. The inner blades primarily bear the vertical and horizontal loads of the main structure, while the outer blades bear their own weight, wind loads, and seismic loads. The insulation layer provides thermal insulation. The sandwich structure ensures the insulation layer and the structural layer have the same life cycle, improving thermal insulation performance and overall fire rating, thereby effectively enhancing the overall performance of the building.

[0003] Sheet-shaped anchors play a key role in sandwich insulation composite wall panels, reliably transferring the in-plane load borne by the outer blades to the inner blades. A reasonable anchor arrangement ensures the coordinated performance of the inner and outer blades under complex load conditions while avoiding stress concentration, thereby ensuring the stability and safety of the overall structure. However, traditional anchor arrangement methods have many shortcomings:

[0004] 1. The transverse and longitudinal axes of the anchor and the outer blade often do not coincide with the center of gravity of the outer blade, making it prone to eccentric loading when subjected to force. Eccentric loading will cause additional torque in the anchor, reducing its bending load capacity and may cause failure modes such as cracking at the interface between the anchor and the outer blade, affecting the overall structural performance;

[0005] 2. The layout position of the anchors in the thickness direction of the wall panels is unreasonable, and the coordinated force effect of the inner and outer blades is not fully utilized. Under normal circumstances, the anchors should be arranged at the neutral axis of the outer and inner blade frames so that they can maximize the coordinated effect of the two when subjected to force, thereby improving the overall bearing capacity. However, the existing layout method fails to meet this requirement and is prone to stress concentration.

[0006] 3. Improper design of the spacing and number of the anchors in the plane makes it impossible to evenly and effectively transfer the load of the outer blade to the inner blade. If the spacing between the anchors is too large, the load in the local area of ​​the outer blade cannot be dispersed to the inner blade in time; if the number of anchors is too small, it cannot provide sufficient shear force transmission area, which will reduce the stability and bearing capacity of the overall structure.

[0007] The various shortcomings of the above-mentioned traditional anchor arrangement method affect the overall stress performance of sandwich insulation composite wall panels under vertical loads, horizontal loads, etc., and may even endanger the safety performance of the structure. It is urgent to propose a new anchor arrangement method to improve it. Summary of the Invention

[0008] The object of the present invention is to provide a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel, which can ensure that the anchors transfer loads evenly, avoid eccentric stress, and improve the safety of the wall panel.

[0009] To achieve the above object, the present invention provides the following technical solution: a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel, comprising the following steps:

[0010] S1: Determine the cross-sectional parameters of the anchors based on the dimensions of the sandwich insulation composite wall panels:

[0011] S11. Use a rectangular cross-section anchor;

[0012] S12, determine the height h of the anchor, the value range is 60-200mm;

[0013] S13, determining the thickness t of the anchor, with a value ranging from 1.5 to 5 mm;

[0014] S14. Calculate the bending section coefficient W of the anchor, where W = th² / 6;

[0015] S2: Determine the standard value R of the bending and shear bearing capacity of the anchor S :

[0016] S21. Determine the insulation layer thickness d within the range of 30-200mm according to project requirements;

[0017] S22. Select a design yield strength value σ within the range of 200-360 MPa based on the anchor material.

[0018] S23. Calculation of standard values ​​of bending and shear bearing capacity of anchors ,

[0019] in is the correction factor for the bending and shear bearing capacity, ;

[0020] S3: Calculate the theoretical number of required anchors m:

[0021] S31. Calculate the standard value of the outer blade gravity load G, including the outer blade deadweight, insulation layer weight, and anchor weight;

[0022] S32. Select the partial coefficient value γ according to the seismic fortification intensity:

[0023] When the seismic fortification intensity is 6 degrees, γ is taken as 1.5;

[0024] When the seismic fortification intensity is 7 degrees, γ is taken as 1.7;

[0025] When the seismic fortification intensity is 8 degrees, γ is taken as 2.0;

[0026] When the seismic fortification intensity is 9 degrees, γ is taken as 2.8;

[0027] S33. Calculate the theoretical number of anchors required (m):

[0028] Use the following formula to calculate , calculate the theoretical quantity m;

[0029] S4: Calculate the actual number of anchors required n:

[0030] S41. Calculate the theoretical number of anchors m required according to step S33, and determine the safety correction factor according to the following rules: The value of:

[0031] When m<1, take =1.6;

[0032] When 1≤m<2, take =1.8;

[0033] When m≥2, take =2.0;

[0034] S42, m and Substitute into the formula Calculate the actual number of anchors n. If the calculated result n≤2, take n=2; if the calculated result n>2, round n up.

[0035] S5: Determine the location of the anchors:

[0036] S51. Arrange n anchors symmetrically along the vertical direction on the rib column to bear the vertical load of the outer blade;

[0037] S52. Arrange n anchors symmetrically in the horizontal direction on the rib beam to bear the horizontal load of the outer blade;

[0038] S53, determining the line connecting the centroids of the horizontally distributed anchors as line segment L1;

[0039] S54, determining the line connecting the centroids of the vertically distributed anchors as line segment L2;

[0040] S55. Adjust the position of the anchor so that the distance between the intersection of line segment L1 and line segment L2 or the midpoint of their overlap and the center of gravity of the outer blade is controlled within a range of 0-50 mm.

[0041] Preferably, the arrangement of the anchors in step S5 also needs to meet the following position requirements:

[0042] The distance between the centroid of the anchor and the edge of the inner blade should be no less than 200mm;

[0043] The distance between the centroid of the anchor and the edge of the inner blade shall not exceed 800mm;

[0044] The centroid distance between adjacent anchors in the same direction shall not exceed 2400mm.

[0045] Preferably, the arrangement of the anchors in step S5 also needs to meet the following position requirements:

[0046] Avoid embedded parts and sleeves in wall panels;

[0047] Avoid infill blocks on inner leaf plates;

[0048] Avoid the intersection of ribs and rib columns;

[0049] When the number of ribs N of the composite wall panel is an odd number, all vertical anchors are arranged on the middle ribs; when the number of ribs N of the composite wall panel is an even number, the vertical sheet anchors are arranged on the second and N-1th ribs respectively;

[0050] When the number of ribs M of the composite wall panel is an odd number, all horizontal anchors are arranged on the middle ribs. When the number of ribs M of the composite wall panel is an even number, the horizontal anchors are arranged on the 2nd and M-1th ribs respectively.

[0051] Preferably, the calculation method of the standard value G of the outer blade gravity load is G=ρc×V+ρi×Vi+ρs×Vs, where:

[0052] ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³;

[0053] ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³;

[0054] ρs is the bulk density of the anchor material, and Vs is the volume of the anchor, both in m³.

[0055] Preferably, the anchor is made of carbon structural steel, low alloy high strength structural steel, stainless steel or fiber reinforced plastic.

[0056] Compared with existing technologies, this method offers advantages: By strictly controlling the anchor's geometric parameters (height and thickness) and material properties (yield strength), it ensures the anchor has sufficient bending and shear resistance. By calculating the bending cross-sectional modulus, the anchor's load-bearing capacity can be accurately assessed. Furthermore, this method considers the effect of insulation thickness on the anchor's load and introduces a bending and shear capacity correction factor, making the calculation results more accurate and reliable.

[0057] When determining the number of anchors, this method fully considers seismic fortification requirements and improves structural reliability through safety factors corresponding to different intensities. Most importantly, this method adopts a symmetrical arrangement in the horizontal and vertical directions, which can effectively bear the vertical loads of the outer blade (such as deadweight and seismic loads) and resist horizontal loads (such as wind loads and seismic effects). At the same time, by controlling the distance between the center of gravity of the anchor arrangement and the center of gravity of the outer blade, it effectively avoids additional stress caused by eccentric force and improves the stability of the overall structure. This arrangement method not only has a scientific and rigorous calculation method, but also is simple and intuitive to construct, which can ensure project quality and structural safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0058] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are merely embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without any creative work.

[0059] Figure 1 It is a schematic diagram of the process of the present invention;

[0060] Figure 2 A schematic diagram of arranging anchors;

[0061] Figure 3 It is a front view of the anchor of the present invention;

[0062] Figure 4 It is a side view of the anchor of the present invention.

[0063] In the figure: 1. Anchor; 2. Block; 3. Rib beam; 4. Rib column. DETAILED DESCRIPTION

[0064] The following will be combined with the drawings in the embodiments of this application to clearly and completely describe the technical solutions in the embodiments of this application. Obviously, the embodiments described are only part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0065] Example 1: As shown in the figure, a method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel includes the following steps:

[0066] S1: Determine the cross-sectional parameters of anchor 1 based on the dimensions of the sandwich insulation composite wall panel:

[0067] S11, select a rectangular cross-section anchor 1;

[0068] S12, determining the height h of the anchor 1, with a value ranging from 60 to 200 mm;

[0069] S13, determining the thickness t of the anchor 1, with a value ranging from 1.5 to 5 mm;

[0070] S14. Calculate the bending section coefficient W of anchor 1, where W = th² / 6;

[0071] S2: Determine the standard value R of the bending and shear bearing capacity of anchor 1 S :

[0072] S21. Determine the insulation layer thickness d within the range of 30-200mm according to project requirements;

[0073] S22. Select a design yield strength value σ within the range of 200-360 MPa based on the material of the anchor 1;

[0074] S23. Calculate the standard value of the bending and shear bearing capacity of anchor 1 ,

[0075] in is the correction factor for the bending and shear bearing capacity, ;

[0076] S3: Calculate the theoretical number of anchors 1 required (m):

[0077] S31. Calculate the standard value G of the outer blade gravity load, including the outer blade deadweight, the insulation layer weight, and the anchor 1 weight;

[0078] S32. Select the partial coefficient value γ according to the seismic fortification intensity:

[0079] When the seismic fortification intensity is 6 degrees, γ is taken as 1.5;

[0080] When the seismic fortification intensity is 7 degrees, γ is taken as 1.7;

[0081] When the seismic fortification intensity is 8 degrees, γ is taken as 2.0;

[0082] When the seismic fortification intensity is 9 degrees, γ is taken as 2.8;

[0083] S33. Calculate the theoretical number m of anchors 1 required:

[0084] Use the following formula to calculate , calculate the theoretical quantity m;

[0085] S4: Calculate the actual number n of required anchors 1:

[0086] S41. Calculate the theoretical number of anchors 1 m required according to step S33, and determine the safety correction factor according to the following rules: The value of:

[0087] When m<1, take =1.6;

[0088] When 1≤m<2, take =1.8;

[0089] When m≥2, take =2.0;

[0090] S42, m and Substitute into the formula Calculate the actual number n of anchors 1. If the calculated result n≤2, take n=2; if the calculated result n>2, round n up.

[0091] S5: Determine the layout position of the anchor 1:

[0092] S51. Arrange n anchors 1 vertically symmetrically on the ribs 4 to bear the vertical load of the outer blades.

[0093] S52. Arrange n anchors 1 symmetrically in the horizontal direction on the rib beam 3 to bear the horizontal load of the outer blade;

[0094] S53, determining the line connecting the centroids of the horizontally distributed anchors 1 as the line segment L1;

[0095] S54, determining the line connecting the centroids of the vertically distributed anchors 1 as line segment L2;

[0096] S55. Adjust the position of the anchor 1 so that the distance between the intersection of the line segment L1 and the line segment L2 or the midpoint of their overlap and the center of gravity of the outer blade is controlled within a range of 0-50 mm.

[0097] Preferably, the arrangement of the anchor 1 in step S5 also needs to meet the following position requirements:

[0098] The distance between the centroid of the anchor 1 and the edge of the inner blade is not less than 200mm;

[0099] The distance between the centroid of the anchor 1 and the edge of the inner blade is no more than 800mm;

[0100] The distance between the centroids of adjacent anchors 1 in the same direction is not greater than 2400 mm.

[0101] By stipulating that the anchor 1 be no less than 100mm from the edge of the inner blade, local damage caused by edge stress concentration can be effectively avoided, while also reserving sufficient operating space for construction. The requirement that the anchor 1 be no more than 800mm from the edge ensures sufficient connection and support in the edge area of ​​the wall panel, preventing deformation or cracking caused by excessive overhang. The control that the spacing between adjacent anchors 1 be no more than 2400mm ensures an effective collaborative working mechanism between the anchors 1, ensuring uniform stress on the outer blade, while avoiding material waste and construction difficulties caused by overly dense layout. The above-mentioned position requirements work together to construct a complete layout system that not only ensures the overall performance and safety and reliability of the structure, but also takes into account the operability and economic rationality of construction.

[0102] Preferably, the arrangement of the anchor 1 in step S5 also needs to meet the following position requirements:

[0103] Avoid embedded parts and sleeves in wall panels;

[0104] Avoid the inner filling blocks 2 of the inner leaf plate;

[0105] Avoid the intersection of rib beam 3 and rib column 4;

[0106] When the number N of ribs 4 of the composite wall panel is an odd number, all vertical anchors 1 are arranged on the middle ribs 4; when the number N of ribs 4 of the composite wall panel is an even number, the vertical sheet anchors 1 are arranged on the second and N-1th ribs 4 respectively;

[0107] When the number M of ribs 3 of the composite wall panel is an odd number, all the horizontal anchors 1 are arranged on the middle ribs 3. When the number M of ribs 3 of the composite wall panel is an even number, the horizontal anchors 1 are arranged on the 2nd and M-1th ribs 3 respectively.

[0108] In the above process requirements, the requirement to avoid embedded parts and sleeves in the wall panels is based on considerations of construction feasibility and structural safety. This can prevent the anchor 1 from interfering with other components, avoid installation difficulties, and also prevent stress concentration due to local weakness.

[0109] The requirement of avoiding the intersection of the rib beams 3 and rib columns 4 of the inner leaf plate fully considers the overall stress characteristics of the wall panel. Because there are more steel bars at the intersection of the rib beams 3 and rib columns 4, it is difficult to install the anchor 1. The intersection of the rib beams 3 and rib columns 4 is also an area where stress is relatively concentrated. Avoiding these positions can ensure the installation quality of the anchor 1 and the reliability of its stress performance.

[0110] When the number of rib columns 4 or rib beams 3 is odd, all the anchors 1 are arranged on the middle rib columns 4 or rib beams 3. This can ensure that the load on the outer leaf plate is evenly transferred to the inner leaf plate through the anchors 1, and the entire wall structure remains symmetrical. This symmetrical arrangement helps to reduce the possibility of eccentric force and prevent overload on one side due to load asymmetry.

[0111] For an even number of rib columns 4 or rib beams 3, the second and last (i.e., N−1 or M−1) positions are selected for arranging the anchors 1, rather than the positions at the extreme edges. This arrangement can effectively distribute the load without weakening the edge strength of the wall. At the same time, it also avoids the problem of local stress concentration that may be caused by arranging too many anchors 1 near the wall edge.

[0112] Preferably, the calculation method of the outer blade gravity load standard value G is G=ρc×V+ρi×Vi+ρs×Vs, where:

[0113] ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³;

[0114] ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³;

[0115] ρs is the material density of the anchor 1, and Vs is the volume of the anchor 1, in m³.

[0116] Preferably, the anchor 1 is made of carbon structural steel, low-alloy high-strength structural steel, stainless steel or fiber-reinforced plastic.

[0117] The anchor 1 is a key component for connecting or reinforcing a structure, and its material selection is based on the actual application scenario. When carbon structural steel is used, the anchor 1 can not only withstand large tension and pressure, but also be easily manufactured into complex shapes to meet different installation requirements.

[0118] Low-alloy high-strength structural steel, based on carbon structural steel, incorporates trace alloying elements, significantly improving its strength and toughness while maintaining good plasticity and weldability. This material can reduce the cross-sectional dimensions and weight of the anchor 1, thereby reducing the overall weight of the structure. This helps improve the safety and durability of the structure, making it more resilient against extreme weather conditions and natural disasters like earthquakes.

[0119] The stainless steel anchor 1 has excellent corrosion resistance and is particularly suitable for use in humid environments or places with severe chemical corrosion. Since stainless steel does not rust due to oxidation, this greatly extends the service life of the anchor 1 and reduces maintenance costs.

[0120] Fiber-reinforced plastics (FRPs), a relatively new material option, offer lightweight and high strength, along with excellent corrosion resistance and electrical insulation. FRP anchors 1 are also poorly conductive to heat and virtually non-conductive, making them particularly important for certain applications, such as around power facilities or in locations with strict fire protection requirements.

[0121] Example 2: Design of wall panel anchors for a high-rise residential building in a 7-degree earthquake fortification area

[0122] 1. Engineering Background

[0123] Building location: a coastal city, seismic fortification intensity 7;

[0124] Building type: high-rise residential building;

[0125] Wall panel type: Sandwich insulation composite wall panel;

[0126] Design service life: 50 years

[0127] 2. Basic parameters of wall panels

[0128] Outer blade size: length L=4500mm

[0129] Outer blade height: W=3000mm

[0130] Outer blade thickness: t=60mm

[0131] Insulation material: rock wool board

[0132] Insulation layer thickness: d=100mm

[0133] 3. Design of anchor section parameters (corresponding to S1)

[0134] 3.1 Section selection

[0135] Anchor shape: rectangular cross section

[0136] Anchor height h: Select 120mm (satisfies the range of 60-200mm)

[0137] Anchor thickness t: Select 3mm (satisfies the range of 1.5-5mm)

[0138] 3.2 Calculation of bending section coefficient

[0139] W=th² / 6

[0140] W=3×(120)² / 6

[0141] W=7200mm³

[0142] 4. Calculation of bending and shear capacity of anchors (corresponding to S2)

[0143] 4.1 Material Selection

[0144] Material: Carbon structural steel

[0145] Yield strength σ: 280 MPa (satisfies the range of 200-360 MPa)

[0146] 4.2 Correction coefficient of flexural shear capacity

[0147] α = 1.74

[0148] 4.3 Calculation of standard value of flexural shear capacity

[0149] Rs = (2σαW) / d

[0150] Rs = (2 x 280 x 1.74 x 7200) / 100

[0151] Rs = 45100 N

[0152] 5. Calculation of gravity load of outer leaf (corresponding to S3)

[0153] 5.1 Density parameters

[0154] Bulk density of concrete ρc: 2500 kg / m³

[0155] Bulk density of rock wool insulation layer ρi: 100 kg / m³

[0156] Bulk density of tie steel ρs: 7850 kg / m³

[0157] 5.2 Volume calculation

[0158] Volume of outer leaf V: 4.5 x 3 x 0.06 = 0.81 m³

[0159] Volume of insulation layer Vi: 4.5 x 3 x 0.1 = 1.35 m³

[0160] Volume of tie Vs: estimated as 0.02 m³

[0161] 5.3 Calculation of standard value of gravity load

[0162] G = ρc x V + ρi x Vi + ρs x Vs

[0163] G = 2500 x 0.81 + 100 x 1.35 + 7850 x 0.02

[0164] G = 2025 + 135 + 157

[0165] G = 2317 N

[0166] 6. Calculation of number of ties (corresponding to S3-S4)

[0167] 6.1 Safety Factor

[0168] Seismic fortification intensity: 7 degrees

[0169] Safety factor γ: 1.7

[0170] 6.2 Theoretical number of anchors

[0171] m=(γG) / Rs

[0172] m=(1.7×2317) / 45100

[0173] m=0.087

[0174] 6.3 Actual number of anchors

[0175] Since m<1, the safety correction factor γt=1.6

[0176] n=m×γt=0.087×1.6

[0177] n=2 (rounded)

[0178] 7. Anchor arrangement plan (corresponding to S5)

[0179] 7.1 Basic layout principles

[0180] Horizontal direction: 2 anchors are arranged symmetrically

[0181] Vertical direction: 2 anchors are arranged symmetrically

[0182] 7.2 Position Constraints

[0183] Distance from inner blade edge: 250mm (meets 200-800mm requirement)

[0184] Distance between adjacent anchors: 2000mm (less than 2400mm)

[0185] 7.3 Special Arrangement Rules

[0186] Number of wall panel ribs N=3 (odd number)

[0187] All vertical anchors are arranged on the middle ribs

[0188] Number of wall panel ribs M = 4 (even number)

[0189] Horizontal anchors are placed on the 2nd and 3rd ribs

[0190] The above description is only an implementation method of the present application and does not limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made using the contents of the description and drawings of this application, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method for symmetrically arranging sheet-like anchors for sandwich thermal insulation composite wall panels, characterized by: The following steps are included: S1: Determine the cross-sectional parameters of the anchors based on the dimensions of the sandwich insulation composite wall panels: S11. Use a rectangular cross-section anchor; S12, determine the height h of the anchor, the value range is 60-200mm; S13, determining the thickness t of the anchor, with a value ranging from 1.5 to 5 mm; S14. Calculate the bending section coefficient W of the anchor, where W = th² / 6; S2: Determine the standard value R of the bending and shear bearing capacity of the anchor S : S21. Determine the insulation layer thickness d within the range of 30-200mm according to project requirements; S22. Select a design yield strength value σ within the range of 200-360 MPa based on the anchor material. S23. Calculation of standard values ​​of bending and shear bearing capacity of anchors , in is the correction factor for the bending and shear bearing capacity, ; S3: Calculate the theoretical number of required anchors m: S31. Calculate the standard value of the outer blade gravity load G, including the outer blade deadweight, insulation layer weight, and anchor weight; S32. Select the partial coefficient value γ according to the seismic fortification intensity: When the seismic fortification intensity is 6 degrees, γ is taken as 1.5; When the seismic fortification intensity is 7 degrees, γ is taken as 1.7; When the seismic fortification intensity is 8 degrees, γ is taken as 2.0; When the seismic fortification intensity is 9 degrees, γ is taken as 2.8; S33. Calculate the theoretical number of anchors required (m): Use the following formula to calculate , calculate the theoretical quantity m; S4: Calculate the actual number of anchors required n: S41. Calculate the theoretical number of anchors m required according to step S33, and determine the safety correction factor according to the following rules: The value of: When m<1, take =1.6; When 1≤m<2, take =1.8; When m≥2, take =2.0; S42, m and Substitute into the formula Calculate the actual number of anchors n. If the calculated result n≤2, take n=2; if the calculated result n>2, round n up. S5: Determine the location of the anchors: S51. Arrange n anchors symmetrically along the vertical direction on the rib column to bear the vertical load of the outer blade; S52. Arrange n anchors symmetrically in the horizontal direction on the rib beam to bear the horizontal load of the outer blade; S53, determining the line connecting the centroids of the horizontally distributed anchors as line segment L1; S54, determining the line connecting the centroids of the vertically distributed anchors as line segment L2; S55. Adjust the position of the anchor so that the distance between the intersection of line segment L1 and line segment L2 or the midpoint of their overlap and the center of gravity of the outer blade is controlled within a range of 0-50 mm.

2. A method for symmetrically arranging sheet-like anchors for a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The arrangement of the anchors in step S5 must also meet the following position requirements: The distance between the centroid of the anchor and the edge of the inner blade should be no less than 200mm; The distance between the centroid of the anchor and the edge of the inner blade shall not exceed 800mm; The centroid distance between adjacent anchors in the same direction shall not exceed 2400mm.

3. The method for symmetrically arranging sheet-like anchors for a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The arrangement of the anchors in step S5 must also meet the following position requirements: Avoid embedded parts and sleeves in wall panels; Avoid infill blocks on inner leaf plates; Avoid the intersection of ribs and rib columns; When the number of ribs N of the composite wall panel is an odd number, all vertical anchors are arranged on the middle ribs; when the number of ribs N of the composite wall panel is an even number, the vertical sheet anchors are arranged on the second and N-1th ribs respectively; When the number of ribs M of the composite wall panel is an odd number, all horizontal anchors are arranged on the middle ribs. When the number of ribs M of the composite wall panel is an even number, the horizontal anchors are arranged on the 2nd and M-1th ribs respectively.

4. The method for symmetrically arranging sheet-like anchors for a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The calculation method of the standard value of the outer blade gravity load G is G=ρc×V+ρi×Vi+ρs×Vs, where: ρc is the concrete density of the outer blade, V is the volume of the outer blade, in m³; ρi is the bulk density of the insulation layer material, Vi is the volume of the insulation layer, the unit is m³; ρs is the bulk density of the anchor material, and Vs is the volume of the anchor, both in m³.

5. The method for symmetrically arranging sheet-like anchors of a sandwich thermal insulation composite wall panel according to claim 1, characterized in that: The material of the anchor is carbon structural steel, low alloy high strength structural steel, stainless steel or fiber reinforced plastic.

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